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Effectiveness of Reinforced Concrete Shear Wall for Multi-storeyed BuildingP. S. Kumbhare

1, A. C. Saoji

2

1-Post Graduate Student in Structural Engineering, 2-Associate Professor, Civil Engineering

Department, Babasaheb Naik College of Engineering, Pusad- 445215, Maharashtra

Sant Gadge Baba Amravati University, Amravati, Maharashtra 444602

Abstract

Shear wall is one of the most commonly used lateral

load resisting in high rise building. Shear wall has high

in plane stiffness and strength which can be used tosimultaneously resist large horizontal load and support

gravity load. The scope of present work was to study

investigates the effectiveness of RC shear wall in

medium rise building. The residential medium rise

building is analyzed for earthquake force by considering

two type of structural system. i.e. Frame system and

Dual system. Effectiveness of shear wall has been

studied with the help of four different models. Model one

is bare frame structural system and other four models

are dual type structural system. Analysis is carried out

by using standard package ETAB. The comparison of

these models for different parameters like Shear force,

Bending Moment, Displacement, Storey Drift and Story

Shear has been presented by replacing column with

shear wall.

Keywords: - Frame Structure, Effectiveness, Shear

Wall, Structural System, Muilt-storyed Building.

1. INTRODUCTION

Reinforced concrete shear walls are used in building to

resist lateral force due to wind and earthquakes. They are

usually provided between column lines, in stair wells,

lift wells, in shafts that house other utilities. Shear wall

provide lateral load resisting by transferring the wind or

earthquake load to foundation. Besides, they impart

lateral stiffness to the system and also carry gravity

loads.

Reinforced concrete framed buildings are adequate for

resisting both the vertical and horizontal load. However,

when buildings are tall, beam and column sizes are quite

heavy. So there is lot of congestion at these joint and it is

difficult to place and vibrate concrete at these place anddisplacement is quite heavy which induces heavy forces

in member. Shear wall behave like flexural members.

They are usually used in tall building to avoid collapse

of buildings. Shear wall may become imperative from

the point of view of economy and control of lateral

deflection. When shear wall are situated in advantageous

positions in the building, they can form an efficient

lateral force resisting system. In this present paper one

model for bar frame type residential building and fore

models for dual type structural system are generated

with the help of ETAB and effectiveness has been

checked.

2. BUILDING DISCRIBTION

A Building considered is the residential building

having (G+11) stories. Height of each story is 3.1m.

Other details are given below.

Zone III

Response Reduction Factor 5

Importance Factor 1

Soil Condition Medium

Height of Building 38.7 m

Depth Of foundation 1.5 m

Thickness of shear wall

International Journal of Engineering Research & Technology (I

Vol. 1 Issue 4, June

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Size of Column:-

Interior column 700mm x 700mm

Side column 650mm x650mm

Corner column 600mm x600mm

Size of Beam 500mm x 500mm

Thickness of slab 150 mm

Thickness of Shear wall 200 mm

Live Load 3 KN / m2

Floor Finish 1 KN / m2

Material Properties Concrete Grade M20

Steel Grade Fe 415

Figure.1 : Structural Plane

3. MODELLING AND ANALYSIS

Building is modeled using stander package ETAB.

Beams and columns are modeled as two noded beam

elements with six DOF at each node. Shear wall are

modeled using shell element. Equivalent static analysis

or linear static analysis is performed on models. Based

on analysis result parameters such as bending moment,

shear force in column, displacement, storey drift and

storey shear are compared for each model. The following

models have been considered.

Model I :- Bare frame without shear wall.

Model II :- Dual type structural system with one wall

on each side.

Model III :- Dual type structural system with corner

shear wall.

Model IV :- Dual type structural system with interior

shear wall.

Model V :- Dual type structural system with all side

(Exte) shear wall.

Figure. 2: Model I

Figure.3 : Model II



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Figure.4 : Model III

Figure.5 : Model IV

Figure. 6 : Model V

4. RESULT AND DISCUSSION

4.1 Lateral Displacement

Lateral Displacement of models at each floor level is

shown in Fig. 7

Figure 7: Lateral Displacement

From result observed that the displacement of Model II,

Model III and Model IV reduced up to 20-50 % as

compared with bare frame model. Where as in model V

maximum displacement up to 5 times as compared with

bare frame.

4.2 Storey Drift

Storey Drift for different models as shown in figure. 8.

05

10

15

20

25

1 2 3 4 5 6 7 8 9 10 11 R Displacement(mm)

Storey

DISPLACEMENT

I

II

III

IV



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Figure 8: Storey Drift

From result observed that drift is increased as height of

building increased and reduced at top floor.

4.3 Storey Shear

Storey Shear for different models are as shown in

figure.9

Figure 9: Storey Shear

4.4 Bending Moment And Shear Force in

column

Maximum Bending Moment and shear force in column

as shown in Fig. It is observed that shear force

decreases up to 50-80 % in model II, model III, model V

as compared to the bare frame nd bending moment up to

60-90 % decreases is observed.

Figure 10: Shear Force

Bending Moment

Figure 11: Bending Moment

5. CONCLUSION

From above results it is clear that shear wall frame

interaction systems are very effective in resisting lateral

forces induced by earthquake. For residential building

shear walls can be used as a primary vertical load

carrying element, thus serving the load and dividing

space. The frame type structural system become

economical as compared to the dual type structural

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

1 2 3 4 5 6 7 8 9 101112

Store

yDrift(mm)

Storey

I

II

III

I

0

500

10001500

2000

2500

121110 9 8 7 6 5 4 3 2 1

STOREYSHEAR

STOREY

STOREY SHEAR

I

II

III

IV

V

0

10

20

30

40

50

60

70

C1 C2 C3 C4

ShearForce

(KN)

Column

SHEAR FORCE

I

II

III

V

020

40

60

80

100

120

140

160

C1 C2 C3 C4BendingM

oment(KNm

)

Column

BENDING MOMENT

I

II

III

V



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system can be used for medium rise residential building

situated in high seismic zone.

REFERENCES

[1] Anshumn. S, Dipendu Bhunia, Bhavin Rmjiyani (2011),Solution of shear walllocation in Multi-storey building.

International Journal of Civil Engineering Vol. 9,

No.2Pages 493-506.

[2] M. Asharaf, Z. A. Siddiqi, M. A. Javed, Configuration ofMulti-storey building subjected to lateral forces. Asian

Journal of Civil Engineering (Building & Housing), Vol.

9, No. 5 Pages 525-537.

[3] Manoj S., Medhekar Sudhir K. Jain, Seismic behaviourdesign and detailing of RC shear walls, Part1:- Bhaviour

and Strength. Indian Concrete Journal July 1993.

[4] R. Sudarshan Brahma, Kaustubh Dasgupta, Influence ofstructural wall area ratio on seismic design of reinforcedconcrete wall-frame building, International Journal of

Earth Science and Engineering, ISSN 0974-5904, Volume

04, No.06 SPL, 2011, Pages 560-564.

[5] R. S. Londhe, A. P. Chavan, Behaviour of buildingframes with steel plate shear walls. Asian Journal of civil

Engineering, Vol.11, No.1 (2010), Pages 95-102.

[6] Shrikhande Manish, Agrawal Pankaj (2010), EarthquakeResistant Design Structures. PHI Learning Private

Limited New Delhi.

[7] Duggal S. K.(2010), Earthquake Resistant DesignStructues. Oxfored University press YMCA library

building, Jai Singh road, New Delhi.

[8] Breau of India Standard, Is-1893, Part 1 (2002), Criteriafor earthquake resistant design of structures. Part 1

General Provision and building, New Delhi, India.

[9] Bureau of Indian Standard, IS-456(2000), Plain andReinforced Concrete Code of Practice.



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